Any man-made water storage (reservoir) produces additional loading in a local area of the Earth’s crust, which does not leave unaffected the local hydrogeological conditions. These factors exert an influence on the properties and the state of the enclosing rock massif; still, in designing and performance analysis of large dams, they are commonly left out of consideration. The available experimental data provide evidence that, under definite engineering geology conditions and operational regimes, these factors may cause serious destructive changes in the basement of engineering structures and complicate their performance efficiency. In this paper, we analyze the hazard associated with such destructive changes based on follow-up regime observations of the abutment in the Inguri arch dam and arch-gravity dam of the Sayano-Shushenskaya hydroelectric power plant (HPP) under different operational regimes of their reservoirs. Inguri arch dam. The foundation and abutment of the dam and also part of the reservoir bed at the dam are composed of Low Cretaceous limestones, dolomitic limestones, and dolomites, with their beds extending jointly to the afterbay. The rock massif features an alternation of beds of different thickness — from thin to very large. The primary bedding is complicated by the superposition of tectonic joints. At the foundation of the massif, six systems of joints are distinguished, of which the most developed are bedding joints, steeply dipping (subvertical) joints parallel to the slope, and flat joints subnormal to the slope [1]. The lefthand abutment is complicated by a tectonic dislocation of the fault-shift type, which is a feathering-out of the local Ingurishskii fault. In terms of tectonic jointing and surface weathering, the massif is divided into a number of engineering geology elements that differ substantially in physicomechanical and seepage properties [1]. Special regime observations were conducted to monitor the behavior of rock masses at the foundation and abutments of the dam. Along with the standard observations (KIA System), other geophysical measurements (seismic, ultrasonic, electric, thermometric) were carried out; deformation properties of rocks were remeasured using unique hydraulic cushions located at different distances from the day surface [3]. Most of the observations had begun before the Inguri reservoir started filling in 1978 (the filling continued for about 15 years). The measured geophysical parameters — velocities of seismic (V s ) and ultrasonic (V us ) elastic waves 2 and electrical resistance n — were used to to follow changes in the properties of rocks in the foundation and abutments of the dam during the filling of the Inguri reservoir and its various service regimes [2, 4 – 6]. The main results may be summarized as follows. Under the filling and service conditions, sharp spatio-temporal changes in parameters V s , V us , and n were observed that exceeded the measurement error by 1 – 1.5 orders of magnitude. The changes in V s , V us , and n differed substantially in subsurface and deep-seated areas of the rock massif, as well as in structural blocks of different size. In terms of the time trend, the rock massif under study can be divided into three zones: — high-trend zone — a near-surface portion of the massif, 80 – 90 m in depth extent where the largest fluctuations in V s and n were recorded; — moderate-trend zone — a portion of the rock massif moderately responsive to effects exerted by the reservoir; this zone is demarcated between 80 – 90 and 200 – 250 m; — zero-trend zone, practically insensitive to the reservoir effects, where the recorded values of V s and n are fairly constant; the depth of occurrence of this zone (measured nor
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